故宫太和殿一层斗拱水平抗震性能试验

发布时间：2018-06-15 04:28

本文选题：太和殿 + 一层斗拱　；参考：《土木工程学报》2016年10期

【摘要】：故宫太和殿斗拱含溜金做法,是明清斗拱的最高形制。为更好地保护古建筑,以故宫太和殿一层平身科、柱头科、角科斗拱为对象,采取静力试验方法,研究了明清溜金斗拱的水平抗震性能。基于上述斗拱的实际尺寸,制作了1∶2缩尺比例模型,含不同类型斗拱各1座。分别考虑荷载从横向、纵向作用于各斗拱,开展了低周反复加载试验。基于试验数据,获得了各斗拱的力-水平侧移(F_(-u))滞回曲线及骨架曲线,并在此基础上对比研究了各斗拱的延性系数、耗能性能、刚度退化等抗震参数,提出了斗拱水平刚度简化计算模型。结果表明:太和殿一层斗拱在水平荷载作用下具有较明显的滑移特性和较差的恢复力。斗拱在不同加载方向上的受力状态不同。随着u值增大,F值表现为先增大、后减小,最后趋于稳定的过程。对于不同斗拱而言,各斗拱极限承载力F_m大小顺序为:F_m(角科)F_m(柱头科横向)F_m(平身科横向)F_m(平身科纵向)F_m(柱头科纵向);延性系数μ大小顺序为:μ(柱头科纵向)μ(平身科纵向)μ(柱头科横向)μ(角科)μ(平身科横向);耗能能力S大小顺序为:S(平身科纵向)S(柱头科横向)S(角科)S(平身科横向)S(柱头科纵向)。与其他2种斗拱相比,角科斗拱的水平刚度退化不明显。太和殿一层斗拱的水平刚度值简化计算模型可用3线段表示,各阶段的水平刚度值依次减小。
[Abstract]:The Imperial Palace Taihe Temple arch contains gold, is the highest shape of the Ming and Qing dynasties. In order to better protect the ancient buildings, the horizontal aseismic behavior of the golden arch in the Ming and Qing dynasties was studied by using the static test method, taking the horizontal arch of the first floor of the Taihe Temple of The Imperial Palace, the family of column head and the family of angle as the object. Based on the actual size of the above bucket arch, a 1:2 scale model is made, which includes 1 bucket arch of different types. The low-cycle repeated loading tests were carried out considering the transverse and longitudinal loads acting on each bucket arch respectively. Based on the experimental data, the hysteretic curve and skeleton curve of each bucket arch are obtained, and the seismic parameters such as ductility coefficient, energy dissipation performance, stiffness degradation and so on are compared and studied. A simplified calculation model for horizontal stiffness of bucket arch is proposed. The results show that the first layer bucket arch of Taihe Temple has obvious slip characteristics and poor restoring force under horizontal load. The stress state of bucket arch is different in different loading direction. With the increase of u value, F value increases first, then decreases, and finally tends to be stable. For different bucket arches, The order of Fm size of the ultimate bearing capacity of each bucket arch is: 1 Ffm (Vertical Section) 渭 (Lateral Placematology) 渭 (LT) 渭 (LT) 渭 (Lateral) 渭 (Lateral) 渭 (Lateral) 渭 (Lateral) u (Lateral) 渭 (Lateral) 渭 (Lateral) 渭 (Lateral) u (Lateral) 渭 (Lateral) ) 渭 (Corydae) 渭 (Phelophyllaceae), the order of energy dissipation capacity S is: 1 S (Vertical Sus of Plantaceae). Compared with the other two kinds of bucket arch, the horizontal stiffness degradation of the corner arch is not obvious. The simplified calculation model of the horizontal stiffness of the first layer bucket arch of the Taihe Temple can be expressed by three line segments, and the horizontal stiffness value of each stage decreases in turn.
【作者单位】：北京交通大学;故宫博物院;东南大学城市与建筑遗产保护教育部重点实验室;北京工业大学工程抗震与结构诊治北京市重点实验室;
【基金】：国家自然科学基金优秀青年项目(51422801);国家自然科学基金面上项目(51178028) 北京自然科学基金重点项目(8151003) 东南大学城市与建筑遗产保护教育部重点实验室开放课题(KUAL1605A)
【分类号】：TU366.2;TU352.11

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